4.2 Menghitung Besaran Kekakuan Sambungan R
ki
Qbs = 21,3 kgm
Mbs = - ½ x 21,3 x 0,4
= 1,704 kg m
2
d
1
l = 40 cm
= 20 cm P
jl
= bacaan dari hasil Jack load
Pjl = 1000 kg
P = 1991.480 Kg
M = 1991,480 x 20
= 39829,600 Kgcm
1
d Mbs
l Pj
P −
=
d P
M =
1
d r
∆ =
θ
r M
Rki
θ
=
2
2 1
l qbs
Mbs −
=
2 ,
704 ,
1 4
, 1000
− =
P
Universitas Sumatera Utara
Ѳr =
0,019 20
= 0.000095 Rki
=
39829.600 0,000095
= 4,12 x 10
8
kgcm Selanjutnya hasil perhitungan kekakuan sambungan dimasukkan dalam bentuk tabel
seperti pada Tabel 4.5, Tabel 4.6, Tabel 4.7, dan Tabel 4.8.
Tabel 4.5 Perhitungan Kekakuan Sambungan Percobaan I Siku
Ŀ 50 . 50 . 5 dengan Baut Mutu Biasa No
P
jk
kg P
kg M
kg cm Δ
mm Ѳr
R
ki
kg cm 1
2 3
4 5
6 7
8 9
10 1000
2000 2900
3600 4200
4600 5000
5300 5500
1991.480 3991.480
5791.480 7191.480
8391.480 9191.480
9991.480 10591.480
10991.480 39829.600
79829.600 115829.600
143829.600 167829.600
183829.600 199829.600
211829.600 219829.600
0.019 0.026
0.448 0.645
1.255 1.519
1.729 2.329
3.081 0.000
0.000 0.002
0.003 0.006
0.008 0.009
0.012 0.015
4.12E+08 6.19E+08
5.17E+07 4.46E+07
2.67E+07 2.42E+07
2.31E+07 1.82E+07
1.47E+07
Universitas Sumatera Utara
Tabel 4.6 Perhitungan Kekakuan Sambungan Percobaan II Siku
Ŀ 50 . 50 . 5 dengan Baut Mutu Tinggi No
Pj kg
P kg
M kg cm
Δ mm
Ѳr cmcm
R kg cm
ki
1 0.000
2 500
991.480 19829.600
0.000 0.000
0.00E+00 3
1000 1991.480
39829.600 0.052
0.000 1.55E+08
4 1500
2991.480 59829.600
0.180 0.001
6.63E+07 5
2000 3991.480
79829.600 0.227
0.001 7.04E+07
6 2500
4991.480 99829.600
0.371 0.002
5.38E+07 7
3000 5991.480 119829.600 0.979
0.005 2.45E+07
8 3500
6991.480 139829.600 1.160 0.006
2.41E+07 9
4000 7991.480 159829.600 1.325
0.007 2.41E+07
10 4250
8491.480 169829.600 1.423 0.007
2.39E+07 11
4400 8791.480 175829.600 1.500
0.008 2.34E+07
Tabel 4.7 Perhitungan Kekakuan Sambungan Percobaan III Siku
Ŀ 60 . 60 . 6 dengan Baut Mutu Biasa No
Pj kg
P kg
M kg cm
Δ mm
Ѳr cmcm
R kg cm
ki
1 850
1691.480 33829.600
0.033 0.000
8.33E-08 2
1500 2991.480
59829.600 0.403
0.000 0.00E+00
3 2200
4391.480 87829.600
0.775 0.004
2.27E+07 4
2750 5491.480
109829.600 0.958
0.005 2.29E+07
5 3250
6491.480 129829.600
1.156 0.006
2.25E+07 6
3750 7491.480
149829.600 1.442
0.007 2.08E+07
7 4250
8491.480 169829.600
1.689 0.008
2.01E+07 8
4600 9191.480
183829.600 2.144
0.011 1.71E+07
9 4950
9891.480 197829.600
2.444 0.012
1.62E+07 10
5250 10491.480 209829.600 2.639
0.013 1.59E+07
Universitas Sumatera Utara
Tabel 4.8 Perhitungan Kekakuan Sambungan Percobaan IV Siku
Ŀ 60 . 60 . 6 dengan Baut Mutu Tinggi
No Pj
kg P
kg M
kg cm Δ
mm Ѳr
cmcm R
kg cm
ki
1 2
900 1791.480
35829.600 0.000
0.00E+00 3
1500 2991.480
59829.600 0.000
0.00E+00 4
2000 3991.480
79829.600 0.1
0.001 1.60E+08
5 2500
4991.480 99829.600
0.15 0.001
1.33E+08 6
3000 5991.480
119829.600 0.2
0.001 1.20E+08
7 3500
6991.480 139829.600
0.35 0.002
7.99E+07 8
4000 7991.480
159829.600 0.45
0.002 7.10E+07
9 4500
8991.480 179829.600
0.6 0.003
5.99E+07 10
5000 9991.480
199829.600 0.75
0.004 5.33E+07
11 5500
10991.480 219829.600
0.9 0.005
4.89E+07 12
6000 11991.480
239829.600 1
0.005 4.80E+07
13 6300
12591.480 251829.600
1.4 0.007
3.60E+07
4.3 Menghitung Kekuatan Balok Kantilever
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